CN108643221B - Offshore wind power assembled bearing platform foundation and construction method thereof - Google Patents
Offshore wind power assembled bearing platform foundation and construction method thereof Download PDFInfo
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- CN108643221B CN108643221B CN201810845298.4A CN201810845298A CN108643221B CN 108643221 B CN108643221 B CN 108643221B CN 201810845298 A CN201810845298 A CN 201810845298A CN 108643221 B CN108643221 B CN 108643221B
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- 238000010276 construction Methods 0.000 title claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 54
- 239000010959 steel Substances 0.000 claims abstract description 54
- 230000007246 mechanism Effects 0.000 claims abstract description 30
- 239000004567 concrete Substances 0.000 claims abstract description 27
- 230000007704 transition Effects 0.000 claims abstract description 13
- 239000011178 precast concrete Substances 0.000 claims abstract description 4
- 230000002787 reinforcement Effects 0.000 claims description 7
- 230000000149 penetrating effect Effects 0.000 claims description 6
- 238000009417 prefabrication Methods 0.000 claims description 5
- 238000007789 sealing Methods 0.000 claims description 5
- 239000004677 Nylon Substances 0.000 claims description 4
- 229920001778 nylon Polymers 0.000 claims description 4
- 238000004873 anchoring Methods 0.000 claims description 3
- 238000012423 maintenance Methods 0.000 claims description 3
- 238000000034 method Methods 0.000 claims description 3
- 239000011435 rock Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 239000011148 porous material Substances 0.000 claims description 2
- 238000005266 casting Methods 0.000 abstract 1
- 238000009434 installation Methods 0.000 description 2
- 239000002184 metal Substances 0.000 description 2
- OKTJSMMVPCPJKN-UHFFFAOYSA-N Carbon Chemical compound [C] OKTJSMMVPCPJKN-UHFFFAOYSA-N 0.000 description 1
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- 229910052799 carbon Inorganic materials 0.000 description 1
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- 238000005265 energy consumption Methods 0.000 description 1
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- 238000011900 installation process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
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Abstract
The invention discloses an offshore wind power assembled type pile cap foundation and a construction method thereof. The bearing platform is a cylindrical precast concrete bearing platform, a plurality of cylindrical pile pit holes are reserved on the bottom surface of the bearing platform, and an annular anchor rod groove is reserved in the center of the top surface; the anchor rod mechanism is a prestress anchor rod cage, the height of the prestress anchor rod cage is matched with the depth of the anchor rod groove, the diameter of the prestress anchor rod cage is matched with the diameter of the transition section of the fan tower barrel, and the prestress anchor rod mechanism comprises a flange backing plate, a lower anchor plate and a plurality of prestress anchor rods; the anchor rod mechanism is fixedly connected with the bearing platform into a whole in a manner of being embedded in the anchor rod groove and grouting into the anchor rod groove after the flange backing plate is leveled; the foundation steel pipe piles are straight piles, the tops of the foundation steel pipe piles are inserted into the pile hole holes in a one-to-one correspondence mode, and then the bearing platform and the foundation steel pipe piles are fixedly connected into a whole in a mode of grouting into the pile hole. The invention can obviously reduce the casting quantity of the on-site concrete, greatly reduce the construction difficulty and improve the construction work efficiency.
Description
Technical Field
The invention relates to a foundation structure of an offshore wind turbine, in particular to an offshore wind turbine assembled bearing platform foundation and a construction method thereof.
Background
The development of offshore wind power will show the trend of large single-machine capacity and large water depth, and the requirement on a basic structure is higher. The multi-pile cap foundation has wider application prospect due to the advantages of larger structural rigidity, good bearing capacity and the like. Because the upper part of the foundation of the multi-pile bearing platform adopts the cast-in-place concrete bearing platform, the foundation structure is thick and heavy, the bearing platform has higher rigidity, and the inclined pile is favorable for structural stress and horizontal displacement resistance.
Compared with other foundation forms, the main bottleneck of foundation construction of the multi-pile cap is that the construction period is long, various construction measures such as steel sleeve box hoisting, reinforcement cage binding and concrete pouring are needed, meanwhile, bottom sealing concrete is needed to be poured in advance before the pouring of the caps, the upper caps can be poured after the strength of the bottom sealing concrete meets the requirement, and in the period of time, the energy consumption and the carbon emission of equipment such as a ship machine, equipment and personnel are increased in waiting and weather which possibly changes at any time. As shown in fig. 1, the upper fan tower of the current offshore wind power multi-pile cap foundation is connected with the top flange 10' of the foundation ring 10 through a flange platform, the foundation ring 10 is embedded into the concrete pile cap 20, and the foundation ring 10 and the steel pipe pile 30 are connected in a welding manner through a steel structure connecting piece 40. If an assembled bearing platform structure is adopted, the foundation ring is pre-buried in the bearing platform, and then integral hoisting is carried out. The hoisting precision is required to be high, the existing inclined pile structure is difficult to meet the requirement of accurate hoisting due to the fact that pile driving deflection exists, and meanwhile, the fan is used as a high-rise structure to have high requirement on the levelness of a foundation. In order to ensure that the levelness of the top of the foundation ring meets the requirement, the whole bearing platform needs to be leveled. And the self weight of the bearing platform reaches more than 1000t, so that the leveling difficulty is very high.
Disclosure of Invention
The invention aims to overcome the defects and shortcomings of the prior art, and provides an offshore wind power assembled bearing platform foundation and a construction method thereof, which can ensure the connection precision of a bearing platform and a pile foundation, can perform prefabrication in a factory, greatly reduce the square quantity of cast-in-place concrete, reduce the construction difficulty and improve the construction work efficiency.
In order to achieve the above purpose, the invention adopts a technical scheme that:
an offshore wind power assembled bearing platform foundation comprises a bearing platform, an anchor rod mechanism and a plurality of foundation steel pipe piles, wherein,
the pile cap is a cylindrical precast concrete pile cap, a plurality of cylindrical pile nest holes are uniformly reserved on the bottom surface of the pile cap along a circle concentric with the pile cap, grouting holes penetrating the top surface of the pile cap are formed in the top surface of each pile nest hole, and an annular anchor rod groove is reserved in the center of the top surface of the pile cap;
the anchor rod mechanism is a prestress anchor rod cage, the height of the prestress anchor rod cage is matched with the depth of an anchor rod groove on the bearing platform, and the diameter of the prestress anchor rod cage is matched with the diameter of the transition section of the fan tower barrel; the prestress anchor rod cage comprises a flange base plate, a lower anchor plate and a plurality of prestress anchor rods; the flange backing plate is a circular ring, and a circle of perforations corresponding to the bolt perforations on the flange plate of the transition section of the fan tower barrel are formed in the end face; the lower anchor plate and the flange backing plate have the same structure; the prestress anchor rods are vertically arranged, the upper end of each prestress anchor rod penetrates through the through hole of the flange base plate and is fastened through the upper nut and the lower nut, and the lower end of each prestress anchor rod penetrates through the through hole of the lower anchor plate and is fastened through the upper nut and the lower nut;
the anchor rod mechanism is fixedly connected with the bearing platform in a mode of being embedded in an anchor rod groove on the bearing platform and grouting into the anchor rod groove after the flange backing plate is leveled;
the foundation steel pipe piles are straight piles, the tops of the foundation steel pipe piles are inserted into the pile nest holes on the bearing platform in a one-to-one correspondence mode, and the bearing platform and the foundation steel pipe piles are fixedly combined into a whole in a mode of grouting the pile nest holes through grouting holes.
According to the offshore wind power assembled bearing platform foundation, the flange plate is fixed at the lower end of the fan tower transition section, and the flange plate is provided with a circle of bolt holes corresponding to the through holes in the flange backing plate along the outer side of the fan tower transition section.
According to the offshore wind power assembled bearing platform foundation, the anchor ear is arranged at the same elevation position of the top of each foundation steel pipe pile, so that the top surface of the pile hole of the bearing platform is contacted with the anchor ear.
According to the offshore wind power assembled bearing platform foundation, each prestressed anchor rod is sleeved with a heat shrinkage tube.
The offshore wind power assembled bearing platform foundation is characterized in that the lower nut used for fastening the upper end of the prestressed anchor rod and the upper nut used for fastening the lower end of the prestressed anchor rod are nylon nuts.
In order to achieve the above purpose, another technical scheme adopted by the invention is as follows:
a construction method of an offshore wind power assembled bearing platform foundation comprises the following steps: pile sinking, pile head treatment, pile core concrete pouring, bearing platform prefabrication, bearing platform hoisting, anchor rod mechanism hoisting, grouting of anchor rod grooves and pile pit holes and grouting maintenance;
when the pile sinking step is carried out, 6 or 8 foundation steel pipe piles are vertically embedded into a submarine rock soil layer to set depth through pile drivers in a designated area;
when the pile head treatment step is carried out, the pile head of each foundation steel pipe pile is cut flat, so that the pile tops of each foundation steel pipe pile are at the same horizontal height;
when the pile core concrete pouring step is carried out, firstly, a steel reinforcement cage and a pile inner sealing plate are arranged in each foundation steel pipe pile, then concrete is poured into the steel reinforcement cage and the pile top to form a pile core concrete section, then, a hoop is arranged at the same elevation position of the top of each foundation steel pipe pile, and Gao Chengying of the hoop is determined by the depth of a pile hole of a bearing platform;
when the step of prefabricating the bearing platform is carried out, prefabricating an integral concrete bearing platform in a factory, reserving pile nest holes at positions of the bottom surface of the bearing platform corresponding to the foundation steel pipe piles, wherein the diameter of each pile nest hole is larger than the outer diameter of the foundation steel pipe pile, and a top surface grouting pore canal penetrating through a concrete body is formed in the top of each pile nest hole; the center of the top surface of the bearing platform is also reserved with an annular anchor rod groove for installing an anchor rod mechanism;
when the step of hoisting the bearing platform is carried out, the prefabricated bearing platform is transported to the site and hoisted, so that the top of the foundation steel pipe pile is inserted into a pile hole reserved by the bearing platform, the bearing platform is supported by the foundation steel pipe pile, and the top surface of the pile hole is placed on the top surface of the anchor ear;
when the anchor rod mechanism hoisting step is carried out, firstly hoisting the anchor rod mechanism from a land area to the upper part of the bearing platform, then falling into an anchor rod groove of the bearing platform, and then leveling a flange backing plate by adjusting an upper nut and a lower nut at the upper end of the prestressed anchor rod so as to ensure the levelness of the flange backing plate and the verticality of the prestressed anchor rod;
when the grouting steps of the anchor rod groove and the pile hole are carried out, grouting is carried out on the inner gap of the anchor rod groove and the inner gap of the pile hole, and then prestress tensioning, locking and anchoring are carried out on the prestress anchor rod after the grouting strength is reached.
The offshore wind power assembled bearing platform foundation and the construction method thereof have the following beneficial effects:
1. the bearing platform can be prefabricated in a factory, so that the square quantity of cast-in-place concrete can be greatly reduced, and the difficulty of site construction is reduced;
2. the whole combined installation process is carried out through the prefabrication of the bearing platform and the anchor rod mechanism, most of the construction procedures are transferred from sea to land, the influence of weather factors such as stormy waves and the like and the limitation of the operation space on the installation and the construction is avoided to a great extent, and the land assembly, the sea pile sinking, the pile head treatment and the pile core concrete pouring can be simultaneously carried out, so that the working efficiency can be effectively improved;
3. the foundation ring in the prior art is replaced by the anchor rod mechanism, the levelness of the bearing platform foundation can be accurately adjusted through the anchor rod mechanism, and compared with the prior art, the difficulty in leveling the bearing platform is greatly reduced, so that the installation accuracy of the wind power tower barrel is ensured;
4. the use of the crane ship is reduced, and the cost of the small portal crane and the transport ship for the added wharf is less, so that the construction cost is greatly saved.
Drawings
FIG. 1 is a schematic structural view of a prior art offshore wind assembly platform foundation;
FIG. 2 is a schematic structural view of an offshore wind power assembled platform foundation of the invention;
FIG. 3 is a schematic structural view of a platform in the offshore wind assembly platform foundation of the present invention;
FIG. 4 is a schematic structural view of a anchor rod mechanism in an offshore wind assembly type platform foundation of the present invention;
fig. 5 is a flowchart of a method of constructing an offshore wind power assembled platform foundation according to the present invention.
Detailed Description
The technical scheme of the invention is described below with reference to the accompanying drawings and examples.
Referring to fig. 2 to 4, the offshore wind power assembled bearing platform foundation of the present invention comprises a bearing platform 1, an anchor rod mechanism 3 and a plurality of foundation steel pipe piles 4.
The pile cap 1 is a cylindrical precast concrete pile cap, a plurality of cylindrical pile hole 11 are uniformly reserved on the bottom surface of the pile cap 1 along a circle concentric with the pile cap 1, grouting holes penetrating the top surface of the pile cap 1 are formed in the top surface of each pile hole 11, and an annular anchor rod groove 12 is reserved in the center of the top surface of the pile cap 1;
the anchor rod mechanism 3 is a prestress anchor rod cage, the height of the prestress anchor rod cage is matched with the depth of an anchor rod groove 12 on the bearing platform 1, and the diameter of the prestress anchor rod cage is matched with the diameter of the fan tower transition section 2; a flange plate 21 is fixed at the bottom of the fan tower transition section 2, and a circle of bolt holes are formed on the end surface of the flange plate 21 along the outer side of the fan tower transition section 2;
the prestress anchor rod cage comprises a flange backing plate 31, a lower anchor plate 32 and a plurality of prestress anchor rods 33; wherein, the flange backing plate 31 is a ring and is provided with a circle of perforations corresponding to a circle of bolt holes on the flange plate 21 of the transition section 2 of the fan tower barrel on the end surface; the lower anchor plate 32 has the same structure as the flange backing plate 31; the prestress anchor rods 33 are vertically arranged, a heat shrinkage tube is sleeved on each prestress anchor rod 33, the upper end of each prestress anchor rod 33 penetrates through a through hole of the flange base plate 31 and is fastened through an upper nut 331 and a lower nut 332, the upper nut 331 is made of metal, and the lower nut 332 is made of nylon; the lower end of each of the prestressed anchors 333 passes through the penetration hole of the lower anchor plate 32 and is fastened by the upper nut 331 'and the lower nut 332'; the upper nut 331 'is made of nylon, and the lower nut 332' is made of metal;
the anchor rod mechanism 3 is fixedly connected with the bearing platform 1 in a mode of being embedded in the anchor rod groove 12 on the bearing platform 1 and grouting into the anchor rod groove 12 after the flange backing plate 31 is leveled;
the foundation steel pipe piles 4 are all straight piles, the anchor ear 41 is arranged at the same elevation of the top of each foundation steel pipe pile 4, the tops of the foundation steel pipe piles 4 are inserted into the pile nest holes 11 on the bearing platform 1 in a one-to-one correspondence manner, the top surfaces of the pile nest holes 11 are in contact with the anchor ear 41, and then the bearing platform 1 and the foundation steel pipe piles 4 are fixedly connected into a whole in a mode of grouting into the pile nest holes 11 through grouting holes.
Referring to fig. 5, the construction method of the offshore wind power assembled bearing platform foundation of the invention comprises the following steps: pile sinking, pile head treatment, pile core concrete pouring, bearing platform prefabrication, bearing platform hoisting, anchor rod mechanism hoisting, grouting of anchor rod grooves and pile pit holes and grouting maintenance;
when pile sinking is carried out, 6 or 8 foundation steel pipe piles 4 are vertically embedded into a submarine rock soil layer to set depth through pile drivers in a designated area;
when the pile head treatment step is carried out, the pile head of each foundation steel pipe pile 4 is cut flat, so that the pile tops of each foundation steel pipe pile 4 are positioned at the same horizontal height;
when pile core concrete pouring is carried out, firstly, a steel reinforcement cage and a pile inner sealing plate are arranged in each foundation steel pipe pile 4, concrete is poured into the steel reinforcement cage and the pile top to form a pile core concrete section, then, a hoop 41 is arranged at the same elevation position of the top of each foundation steel pipe pile 4, and Gao Chengying of the hoop 41 is determined by the depth of a pile hole 11 of a bearing platform 1;
when a pile cap prefabricating step is carried out, prefabricating an integral concrete pile cap in a factory, reserving pile hole 11 at the position of the bottom surface of the pile cap 1 corresponding to the foundation steel pipe pile 4, wherein the diameter of each pile hole 11 is slightly larger than the outer diameter of the foundation steel pipe pile 4, and a top surface grouting duct penetrating through a concrete body is arranged at the top of each pile hole 11; the center of the top surface of the bearing platform 1 is also reserved with an annular anchor rod groove 12 for installing the anchor rod mechanism 3;
when the step of hoisting the bearing platform is carried out, the prefabricated bearing platform 1 is transported to the site and hoisted, so that the top of the foundation steel pipe pile 4 is inserted into a pile hole 11 reserved on the bearing platform, the bearing platform 1 is supported by the foundation steel pipe pile 4, and the top surface of the pile hole 11 is placed on the top surface of the anchor ear 41, so that the preliminary leveling of the bearing platform is realized;
when the anchor rod mechanism hoisting step is carried out, firstly, hoisting the anchor rod mechanism 3 from the land area to the upper part of the bearing platform 1, then falling into the anchor rod groove 12 of the bearing platform 1, and then leveling the flange backing plate 31 at the top of the anchor rod mechanism 3 by adjusting the upper nut 331 and the lower nut 332 at the upper end of the prestressed anchor rod 33 so as to ensure the levelness of the flange backing plate 31 and the verticality of the prestressed anchor rod 33;
when the grouting steps of the anchor rod groove and the pile hole are carried out, grouting is carried out on the inner gap of the anchor rod groove 12 and the inner gap of the pile hole 11, and then the prestress tensioning, locking and anchoring are carried out on the prestress anchor rod 33 after the grouting strength is reached, so that the precise adjustment of the bearing platform foundation is realized.
After the construction of the bearing platform foundation is finished, the fan tower transition section 2 can be connected to the flange backing plate 31 of the anchor rod mechanism 3 through the flange 21.
The above embodiments are provided for illustrating the present invention and not for limiting the present invention, and various changes and modifications may be made by one skilled in the relevant art without departing from the spirit and scope of the present invention, and thus all equivalent technical solutions should be defined by the claims.
Claims (4)
1. An offshore wind power assembled bearing platform foundation comprises a bearing platform, an anchor rod mechanism and a plurality of foundation steel pipe piles, and is characterized in that,
the pile cap is a cylindrical precast concrete pile cap, a plurality of cylindrical pile nest holes are uniformly reserved on the bottom surface of the pile cap along a circle concentric with the pile cap, grouting holes penetrating the top surface of the pile cap are formed in the top surface of each pile nest hole, and an annular anchor rod groove is reserved in the center of the top surface of the pile cap;
the anchor rod mechanism is a prestress anchor rod cage, the height of the prestress anchor rod cage is matched with the depth of an anchor rod groove on the bearing platform, and the diameter of the prestress anchor rod cage is matched with the diameter of the transition section of the fan tower barrel; a flange plate is fixed at the lower end of the transition section of the fan tower barrel, and a circle of bolt holes corresponding to the perforations on the flange backing plate are formed on the flange plate along the outer side of the transition section of the fan tower barrel;
the prestress anchor rod cage comprises a flange base plate, a lower anchor plate and a plurality of prestress anchor rods; the flange backing plate is a circular ring and is provided with a circle of perforations on the end face; the lower anchor plate and the flange backing plate have the same structure; the prestress anchor rods are vertically arranged, the upper end of each prestress anchor rod penetrates through the through hole of the flange base plate and is fastened through the upper nut and the lower nut, and the lower end of each prestress anchor rod penetrates through the through hole of the lower anchor plate and is fastened through the upper nut and the lower nut;
the anchor rod mechanism is fixedly connected with the bearing platform in a mode of being embedded in an anchor rod groove on the bearing platform and grouting into the anchor rod groove after the flange backing plate is leveled;
the foundation steel pipe piles are straight piles, a hoop is arranged at the same elevation of the top of each foundation steel pipe pile, the tops of the foundation steel pipe piles are correspondingly inserted into the pile nest holes on the bearing platform one by one, and the top surfaces of the pile nest holes of the bearing platform are in contact with the hoop; and then the bearing platform and the foundation steel pipe pile are fixedly combined into a whole in a mode of grouting into the pile nest hole through the grouting hole.
2. The offshore wind power assembled bearing platform foundation of claim 1, wherein each prestressed anchor rod is sleeved with a heat shrinkage tube.
3. The offshore wind power assembled bearing platform foundation according to claim 1, wherein the lower nut used for fastening the upper end of the prestressed anchor rod and the upper nut used for fastening the lower end of the prestressed anchor rod are nylon nuts.
4. A construction method of an offshore wind power assembled bearing platform foundation comprises the following steps: pile sinking, pile head treatment, pile core concrete pouring, bearing platform prefabrication, bearing platform hoisting, anchor rod mechanism hoisting, grouting of anchor rod grooves and pile pit holes and grouting maintenance; it is characterized in that the method comprises the steps of,
when the pile sinking step is carried out, 6 or 8 foundation steel pipe piles are vertically embedded into a submarine rock soil layer to set depth through pile drivers in a designated area;
when the pile head treatment step is carried out, the pile head of each foundation steel pipe pile is cut flat, so that the pile tops of each foundation steel pipe pile are at the same horizontal height;
when the pile core concrete pouring step is carried out, firstly, a steel reinforcement cage and a pile inner sealing plate are arranged in each foundation steel pipe pile, then concrete is poured into the steel reinforcement cage and the pile top to form a pile core concrete section, then, a hoop is arranged at the same elevation position of the top of each foundation steel pipe pile, and Gao Chengying of the hoop is determined by the depth of a pile hole of a bearing platform;
when the step of prefabricating the bearing platform is carried out, prefabricating an integral concrete bearing platform in a factory, reserving pile nest holes at positions of the bottom surface of the bearing platform corresponding to the foundation steel pipe piles, wherein the diameter of each pile nest hole is larger than the outer diameter of the foundation steel pipe pile, and a top surface grouting pore canal penetrating through a concrete body is formed in the top of each pile nest hole; the center of the top surface of the bearing platform is also reserved with an annular anchor rod groove for installing an anchor rod mechanism;
when the step of hoisting the bearing platform is carried out, the prefabricated bearing platform is transported to the site and hoisted, so that the top of the foundation steel pipe pile is inserted into a pile hole reserved by the bearing platform, the bearing platform is supported by the foundation steel pipe pile, and the top surface of the pile hole is placed on the top surface of the anchor ear;
when the anchor rod mechanism hoisting step is carried out, firstly hoisting the anchor rod mechanism from a land area to the upper part of the bearing platform, then falling into an anchor rod groove of the bearing platform, and then realizing the leveling of the flange backing plate by adjusting an upper nut and a lower nut at the upper end of the prestressed anchor rod so as to ensure the levelness of the flange backing plate and the verticality of the prestressed anchor rod;
when the grouting steps of the anchor rod groove and the pile hole are carried out, grouting is carried out on the inner gap of the anchor rod groove and the inner gap of the pile hole, and then prestress tensioning, locking and anchoring are carried out on the prestress anchor rod after the grouting strength is reached.
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| CN204608813U (en) * | 2015-04-07 | 2015-09-02 | 江苏海上龙源风力发电有限公司 | A kind of prestressed anchor embedding rock offshore wind turbine High-Rise Pile Cap Foundation |
| CN105297765A (en) * | 2015-10-30 | 2016-02-03 | 上海勘测设计研究院有限公司 | Offshore wind power plant draught fan combined-type rock-socketed pile foundation and construction method thereof |
| CN205152976U (en) * | 2015-11-17 | 2016-04-13 | 中国电建集团华东勘测设计研究院有限公司 | Marine precast concrete cushion cap wind turbine foundation |
| CN208604621U (en) * | 2018-07-27 | 2019-03-15 | 中交第三航务工程局有限公司 | A kind of offshore wind farm assembled cushion cap foundation |
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| CN108643221A (en) | 2018-10-12 |
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